World Academy of Science, Engineering and Technology International Journal of Civil and Environmental Engineering Vol:10, No:3, 2016 Model Solutions for Performance-Based Seismic Analysis of an Anchored Sheet Pile Quay Wall C. J. W. Habets, D. J. Peters, J. G. de Gijt, A. V. Metrikine, S. N. Jonkman Seismic analysis is required to evaluate the key design Abstract—Conventional seismic designs of quay walls in ports parameters for the seismic performance of soil and structure. are mostly based on pseudo-static analysis. A more advanced The alternation of attenuating seismic waves by local soil alternative is the Performance-Based Design (PBD) method, which deposits is determined with site-response analysis. For evaluates permanent deformations and amounts of (repairable) evaluation of the response of structures to seismic loading damage under seismic loading. The aim of this study is to investigate the suitability of this method for anchored sheet pile quay walls that there are three levels of seismic analysis available, i.e. were not purposely designed for seismic loads. A research simplified, simplified dynamic and dynamic analysis. With methodology is developed in which pseudo-static, permanent- simplified (e.g. pseudo-static) analysis the limit elastic force displacement and finite element analysis are employed, calibrated equilibrium and a threshold for displacement can be with an experimental reference case that considers a typical anchored computed. In simplified dynamic (e.g. Newmark) analysis a sheet pile wall. A reduction factor that accounts for deformation failure mechanism is assumed from which the amount of behaviour is determined for pseudo-static analysis. A model to apply traditional permanent displacement analysis on anchored sheet pile displacement and stress/strain is determined. Dynamic (e.g. walls is proposed. Dynamic analysis is successfully carried out. From Finite Element) analysis can evaluate displacements, the research it is concluded that PBD evaluation can effectively be stress/strain and corresponding failure mechanism(s) without used for seismic analysis and design of this type of structure. assumption on beforehand [2]. Keywords—Anchored sheet pile quay wall, simplified dynamic II. PROBLEM DEFINITION analysis, performance-based design, pseudo-static analysis The present study is embedded in the topic of performance- I. INTRODUCTION based seismic design of quay structures. Typical quay types are gravity-based quay walls, sheet pile quay walls and pile- ORTS are civil works which have a major societal and deck structures. The observed trend in seismic quay design is Peconomic importance. Quay structures are infrastructural that gravity and sheet pile structures (i.e. soil retaining walls) elements of primary significance for the functioning of a port are associated with areas with zero to low seismicity while system. The ability to economically design quay structures pile-deck structures are generally the preferred solution in with sufficient seismic resistance is therefore of great areas with higher seismicity. Seismic load values up to which importance in areas that are prone to earthquakes [1]. the quay structure types are typically applied in design are Conventional seismic designs are force-based i.e. that shown in Fig. 1. The typical seismic load values are expressed structures are designed to have sufficient capacity to withstand in terms of peak ground acceleration (PGA). a pseudo-static seismic design force. This methodology is The observed trend can be explained by more favourable associated with no insight in the performance of the structure seismic performance (i.e. more deformation capacity) of pile- when exceeding the pseudo-static limit equilibrium state and deck structures compared to retaining walls. In line with this uneconomic design due to the demand that the structure can trend it is found that PBD methodology is developed to resist a high seismic design force without deformation. A significant lesser extent for retaining walls (especially more advanced alternative is Performance-Based Design anchored sheet pile walls) than for pile-deck structures. (PBD) methodology. In this methodology the key design Guidelines for design of sheet pile quay walls are currently parameters for the seismic performance of structures are stress predominantly based on pseudo-static design [4]-[9]. states and deformations of soil and structure, rather than just a Experience has shown that it is desirable to consider sheet seismic design force. Furthermore, it recognizes that certain pile quay walls in a more realistic and economic way in amounts of permanent deformations associated with different International Science Index, Civil and Environmental Engineering Vol:10, No:3, 2016 waset.org/Publication/10003874 seismic analysis. In new seismic quay design anchored sheet degrees of (repairable) damage are allowable [1], [2]. pile walls are easily excluded for higher seismic demands although being efficient structures. In addition, it can possibly C. J. W. Habets has performed this study as part of his MSc graduation at occur that unnecessary negative advice on the seismic safety TU Delft and is now working at Royal Haskoning DHV, PO Box 8520, 3009 AM Rotterdam, The Netherlands (Tel: +31 88 348 5190, Mob: +31 6 221 14 of existing sheet pile walls (not purposely designed for seismic 217; e-mail: [email protected]). loads) is given. These are clear incentives for the present D. J. Peters is with Delft University of Technology, Faculty of Civil research to focus on investigating the applicability of PBD Engineering, PO Box 5048, 2628 CN Delft, The Netherlands and Royal HaskoningDHV; e-mail: [email protected], [email protected]). methodology on anchored sheet pile quay walls. J. G. de Gijt, A. V. Metrikine and S. N. Jonkman are with Delft University of Technology, Faculty of Civil Engineering, (e-mail: [email protected], [email protected], [email protected]). International Scholarly and Scientific Research & Innovation 10(3) 2016 293 scholar.waset.org/1307-6892/10003874 World Academy of Science, Engineering and Technology International Journal of Civil and Environmental Engineering Vol:10, No:3, 2016 Fig. 1 Observed trend in seismic quay design [3] International Science Index, Civil and Environmental Engineering Vol:10, No:3, 2016 waset.org/Publication/10003874 Fig. 2 Flowchart of the research methodology International Scholarly and Scientific Research & Innovation 10(3) 2016 294 scholar.waset.org/1307-6892/10003874 World Academy of Science, Engineering and Technology International Journal of Civil and Environmental Engineering Vol:10, No:3, 2016 III. RESEARCH DESCRIPTION water level and the measurement devices. The soil in the For the present study a research methodology is developed. model is homogeneous coarse silica sand (D50 = 1.2 mm) that The flowchart of the research methodology is presented in Fig. is significantly compacted to a relative density of 80%. Due to 2. It basically consists of four steps. this soil condition liquefaction is prevented. Because the Step 1: Selection of experimental reference case: A reference testing is performed on a scale model (1:30), the entire case is selected from literature to calibrate the seismic experiment is carried out under a centrifugal gravity of 30g. analysis with experiment measurements. Fig. 4 presents the testing procedure that is followed in [10]. Step 2: Calibrated simplified analysis: The aim is to improve The procedure starts with a static experiment (CASE-000) in pseudo-static analysis by accounting for deformation which the initial stress situation corresponding to deepening of behaviour during seismic loading. the quay (from -7.5 m to -9.5 m below water level) is Step 3: Calibrated simplified dynamic analysis: The goal is to simulated. The subsequent seismic (shake-table) testing investigate the applicability of permanent-displacement consists of successively introducing four seismic events to the (Newmark) analysis on anchored sheet pile quay walls scale model (CASE-100, CASE-200, CASE-300 and CASE- Step 4: Calibrated dynamic analysis: This step is applied to 600). The input signals corresponding to the seismic events validate findings from the simplified and simplified have maximum acceleration amplitudes of 0.1g, 0.2g, 0.3g and dynamic analysis models and to simulate reference case 0.6g respectively (field values). failure behaviour. In [10], an artificially created signal is used for CASE-100 and a signal recorded during a real earthquake for CASE-200 IV. REFERENCE CASE to CASE-600. The recorded signal, obtained at the test site of the quay wall under consideration, is scaled up to the 0.2g, The reference case is taken from [10]. This conference 0.3g and 0.6g PGA values for the testing. For the present paper reports on sequential centrifugal shake-table study the artificial signal could be reproduced, while for the experiments that are performed on a scale model (1:30) of an recorded signal six representative records from earthquake anchored sheet pile quay in the field. The layout of the test databases were selected and processed. Fig. 5 shows an model is presented in Fig. 3. It shows the sheet pile wall with example of signals applied in the present research. batter pile anchor, the field and (scale model) dimensions, the International Science Index, Civil and Environmental Engineering Vol:10, No:3, 2016 waset.org/Publication/10003874 Fig. 3 Reference case test model for centrifugal shake-table experiments, adapted from [10] International Scholarly and Scientific Research & Innovation 10(3) 2016 295 scholar.waset.org/1307-6892/10003874 World Academy of Science, Engineering and Technology International Journal of Civil and Environmental Engineering Vol:10, No:3, 2016 Fig. 4 Reference case testing procedure, as reported in [10] Fig. 5 Example of accelerograms applied in present research The experiment results for the sequential load cases that are CASE-200. This suggests passive soil failure in front of the reported in [10] consist of bending moments in the sheet pile quay wall after which the wall has moved.